Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix Asphalt Incorporating Warm Asphalt Additive

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395 -0056
Volume: 04 Issue: 02 | Feb -2017 www.irjet.net p-ISSN: 2395-0072
© 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 1239
Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix
Asphalt Incorporating Warm Asphalt Additive
Ahmad Batari*1, Mohamad Y. Aman2, Saeed M. Saeed1, T. Y. Ahmed1 , A. U. Chinade1
1Lecturer, Department of Civil Engineering, Abubakar Tafawa Balewa University, PMB 0248, Bauchi, Nigeria.
2Associate Professor, Faculty of Civil and Environmental Engineering, University Tunn Hussein Onn Malaysia,
86400 Parit Raja, Johor Malaysia
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - Warm Mix Asphalt (WMA) as a green
technology, permits production of asphalt mixturesatlower
temperatures compared to conventional HMA; emissions
and energy consumption reduction, were among the key
success of this technology, thus, enhancing social, economic,
and environmental sustainability. But due to the reduced
production temperature, WMA are more prone to rutting, to
improve the rutting resistance of WMA mixtures and
minimize pollution resulting from waste rubber tire.
Therefore, the effect of wet processed Crumb Rubber
Modifier (CRM) on rutting depth of WMA mixtures
incorporating 2.5% Sasobit by weight of base binders were
assessed in the laboratory.In thisstudy,theasphaltmixtures
were fabricated in accordance with Superpave, using; crush
granite aggregate of 9.5mm NMAS and the four binders that
were produced by blending the PG 64 binder with different
contents of 40 mesh size CRM (0%, 5%, 10%, and 15%, by
weight of the base binder). Rutting depths of the mixtures
were assessed on 150mm diameter and 70mm thick
cylindrical samples using wheel tracker, the wheel tracking
test were carried out at 45oC and 60oC, in accordance with
BS 598 Part 110 (1998). Based on the results of wheel
tracking tests, CRM couldimprovethe resistanceoftheWMA
mixtures to rutting. It was also found from statistical
Analysis of Variance (ANOVA), thatthetwoinfluencefactors;
CRM, and the test temperature both having p-values less
than the assumed significance at 95% confidence level,
therefore they have significant effect on rutting in WMA.
Key Words: Rutting, Crumb Rubber, Warm Mix Asphalt,
Sasobit, Wheel Tracking
1. INTRODUCTION
Conventional Hot Mix Asphalt (HMA) production at higher
temperatures results in intolerable high energy
consumption, emissions of greenhouse gasses; exhaust, and
odors [1], consequently, Warm Mix Asphalt (WMA)
technology was introduced to cut down the production
(mixing and compaction) temperatures of asphalt mixtures,
to improve working conditions at site, and reduce its impact
on the environment. The WMA technology allows asphalt
production at 20°C to 30°C temperatures lower than
conventional HMA [2]. The WMA is achieved through a
variety of different warm asphalt technologies developed to
lower the viscosity of the asphalt binder and allow proper
mixing and compaction at these reduced temperatures. One
of the most commonly used additives is a Fischer-Tropsch
(FT) wax [3], named Sasobit. Sasobit is completelysoluble in
asphalt binders at temperatures above 115°C. At
temperatures below its melting point Sasobit forms a lattice
structure in asphalt binders that is a basis for the stability of
asphalts modified with Sasobit [4, 5].
However, some issues arose regarding the performanceand
durability of WMA mixtures, because at lower production
temperatures these mixtures are moresusceptibletorutting
[6], because the lower production temperature results in
reduced aging of the WMA mixtures and increase their
rutting potential [5].
Rutting is regarded as one of the major distress in asphalt
pavement; it is the accumulation of permanent deformation
in asphalt caused by repeated loads at high working
temperatures [7]. Rutting affects the pavement ride quality
and leads to serious safety issues to road users,ruttingin the
pavement can cause uncontrollable vehicle sliding with a
high potential for traffic accidents [8].
According to Brown et al., [9], rutting is the permanent
deformation of asphalt pavement andortheunderlyingbase
or sub base caused by repeated traffic loads. This failure
mode appears as a depression in the wheel path or as uplift
along the sides of the rut. Basically, there are two forms of
rutting, the first which is known as surface rutting which is
restricted to the uppermost asphalt surfacing layers, this
does not adversely affects the structural integrity of the
pavement unless it becomesexcessive,whilethesecondtype
which is the main component of rutting arise from the
subgrade and is termed structural rutting. Also, the rutting
resistance of asphalt mixtures depends on the binder
rheology, road temperatures as well as traffic loads [8]. To
offset this effect, the selection or use of modifiers to obtain
stiffer asphalt binder is recommended [9].
There are a great number of modifiers that are used to
improve some properties of asphalt mixtures or to reduce
cost, CRM is one of such. Some technical reasonsfortheiruse
include the following; to improve the overall performanceof
asphalt mixtures, to reduce life cycle cost of asphalt
pavements and to obtain stiffer mixtures at high service
temperatures to minimize rutting [8, 10].
On the other hand, the traditional method of waste tires
management have been stockpiling or illegally dumping or
landfilling, which is short term solution. Annually,about one
billion, equivalent 9 million tons waste tires are produced in

the world, due to the shortage of landfill space and
environmental issues [11]. The global problem of landfill
disposal of automobile tires can only be solved by the
feasible option left, and that is recycling and utilization of
these products.For environmental protection,rational waste
rubber tire utilization is indispensable [12].
There are two most widely used processes of incorporating
CRM into asphalt mixtures. The first processiscalledthe wet
process, whereby CRM is mixed with asphalt at high
temperatures before mixing with the hot aggregates. The
second process is known as dry process, whereby CRM
replace a small quantity of the mineral aggregate in the
asphalt mixture. The dry process although offers some
advantages over the wet process, mainly regardingthecosts
involved and allowing higher CRM content to be used, but
the wet process providesmoresatisfactoryresultsregarding
improvement in asphalt properties [4, 6, 13].
According to Shafabakhsh et al., [14], rubber powder can
reduce the thermal sensitivity of HMA asphalt mixtures and
increase their resistance to permanent deformation thus
reduce rutting. Because CRM mixtures require higher
production temperatures [15], warm asphalt additives are
used to lower the mixing and compaction temperatures [4,
15]. Also, wet processing of crumb rubber modified asphalt
improves rutting resistance [16]. Recently, CRM has been
used and found to have the potential to enhance WMA
rutting resistance [17]. However, only a fewliteratureswere
available on the rutting performance of WMA mixtures
modified with CRM. Therefore, a lot should be done in this
regard.
The objective of this study was to conduct a laboratory
study, to assess the effect of wet processed CRM on rutting
resistance of WMA mixtures incorporating warm mix
additive via wheel tracking.
2. MATERIALS AND METHODS
2.1 Materials
Crush granite aggregate of 9.5mm Nominal Maximum
Aggregate Size (NMAS) were washed and oven dried at a
temperature of 110oC for 8 hours, thereafter it was sieved
into various sizes in accordance with AASTO T27-99, and
1.5% hydrated lime by total weight of the aggregate was
added gradually and mixed thoroughly with theaggregate,it
was used as an anti-stripping agent [6, 15, 18] to improve
binder-aggregate bonding [9], the use of lime as a filler or
anti-stripping agent shouldnotexceed2% bytotal aggregate
weight per batch according to Malaysian Public Works
Department [19]. Table 1 summarizes the aggregate
properties.
And 80/100 penetration grade bitumen which
corresponds to PG 64 in performance grading system
was obtained from a single source and warm mix
additive named ‘Sasobit’ was utilized, The purpose of
using Sasobit is to lower the mixing and compaction
temperatures [4]. While the CRM used in this study,
was supplied by Miroad Rubber Industries Sdn Bhd,
Malaysia, and according to the supplier, the CRM was
produced by mechanical shredding followed by
grindingatambienttemperature,TheCRMgradationis
presented in Table 2.
Table -1: Aggregate Properties
Properties Test values Test standard
Apparent specific gravity 2.679 AASHTO T 85
Apparent specific gravity 2.658 AASHTO T 85
Absorption (%) 0.8 AASHTO T 85
Los Angelo’s Abrasion 50 AASHTO T 96
Table -2: Gradation of CRM
Sieve size (mm) 0.425 0.3 0.18 0.15 0.075
Retained (%) 0 9.8 36 38.9 15.3
Cumulative Retained (%) 0 9.8 45.8 84.7 100
2.2 Binder Preparation
The CRM modified warmasphaltbinderswereprepared by
blending the 80/100 bitumen withSasobitandCRMbya wet
process, in this process, the CRM replaces a certain amount
of the base binder [14, 16]. 0%, 5%, 10% and 15% CRM by
weight of the base binder was added to produce crumb
rubber modified binders; blending withCRMwasconducted
at 177oC while continuously mixing for 30min, using a high
shear mixer (Figure 1) at 700rpm [20]. Then, 2.5% Sasobit
by weight of the base binder which is within the
recommended dosage of 0.8 to 3% [18, 21] was then mixed
at 120oC, while, the shearing rate and time used were 1000
rpm and 10 minutes respectively. Table 3 summarizes the
properties of these binders. The prepared CRM modified
warm asphalt binders were used immediately, to avoid
segregation upon storage due to their poor storage stability
[22].

Fig -1: Binder Mixing With High Shear Mixer
Table -3: Properties of CRM modified warm asphalt binders
incorporating 2.5% Sasobit
CRM
(%)
Penetration
(mm)
AASHTO T49-03
Softening Point
(oC)
AASHTO T53-96
G*/sinδ (kPa)
Unaged
AASHTO T315-1
Binder
Grade
PG System
0 68 54 1.685 at 64oC PG 64
5 59 57 2.196 at 70oC PG 70
10 49 60 5.008 at 76oC PG 76
15 42 64 4.583 at 76oC PG 76
2.3 Superpave Mix Design
The results of the Superpave volumetric mix design are
shown in Table 4, the Optimum Binder Contents (OBC) for
the four warm asphalt mixtures incorporating 2.5% Sasobit,
were found to be; 5.7%, 6.1%, 6.4%,and 6.5% for the control
(0% CRM) mixture, and the mixtureswith5%,10%,and15%
CRM modified bindersrespectively.TheOBCwasdetermined
using the established 9.5mm NMAS design aggregate
structure is shown in Figure 2; the designed aggregate
structure met the Superpave 9.5mm NMAS gradation
requirement of AASHTO MP-2. The Superpave specimens
were prepared in accordance with AASHTO T312-4, and for
this purpose, 150 mm diameter and 115 mm height
specimen, with a total aggregate mass of 4700g was used. As
recommended by the Asphalt Institute [23], the batched
aggregate and the binder were oven heated at the mixing
temperature before mixing for 4hrs and 1.0hrs respectively,
and after mixing, the loose mixtures were then aged for 2hrs
at the compaction temperature. This is to allow binder
absorption into the aggregate and to simulate the delay
during asphalt production in practice [23].
The projected traffic level chosen in this study was medium
to high traffic load which is equivalent to 10 to <30 million
ESALs, therefore, Superpave Gyratory Compactor (SGC) was
used to compact these specimens, and the most important
volumetric properties wereestablishedatthedesignnumber
of gyrations, Ndesign =100 gyrations.
Table -4: Results of Superpave mix design at Ndesign
CRM (%) in
Binder
OBC (%) VA (%) VMA (%) VFA (%)
0 5.7 4.0 15.2 73.7
5 6.1 4.0 15.4 74.0
10 6.4 4.0 15.8 74.7
15 6.5 4.0 16.1 75.2
Specification - 4.0 at least 15% 65 - 75
Figure-2:AggregateGradationfor9.5mmNMSon0.45
Powers Chart
2.4 Specimen Preparation
To prepare the 150mm diameter and 70mm thick wheel
tracking specimens, appropriate aggregate quantities were
batched into a metallic bowl to produce asphalt mixture
specimen of 2560g approximate weight. These aggregates
were preheated in an oven at the mixing temperature
(145oC) for 4 hours, then appropriate amount of binder
depending on the mixture (Table 4) was heated at the same
temperature for 1hour, electrically propelled asphalt
concrete mixer (Figure 3) was employed to blend these
mixtures at the mixing temperature for 5minute. The loose
mixture known as ‘rice’ was subjected to short term aging at
the predetermined compaction temperature (135oC) for 2
hours [23]. These mixtures were compacted using SGC
(Figure 4) at 135oC, applying 600kpa compaction pressure,
while constantly rotating at 30 rpm;andmoldgyrationangle
was 1.25 degrees,thecompactionswerecompletedafter100
gyrations based on the projected traffic level.
2.5 Wheel Tracking Test
The wheel tracking test was conducted in accordance with
BS 598 Part 110 [24] procedure, using Wheel Tracker (BS
DD 184: 1990) Shown in Figure 5. To determine the rut
depth of the asphaltic concrete, cylindrical samples of
150mm diameter and 70mm thick were used.

The testing was carried out at 45oC and 60oC, under an
applied load of 700N while tracking at 42 passes perminute.
Three samples were tested for each mixture to determine
the average rut depths. Prior to testing, the samples were
conditioned at the test temperature for 8 hours; this is
necessary for the mixture to attain the test temperature
isotropically, which is within the range of 4 hours to 16
hours recommended by the test standard. Thewheel tracker
was also preheated at the test temperature for1hour,before
any testing begun.
Fig -3: Asphaltic Concrete Mixer
Fig -4: Superpave Gyratory Compactor (SGC)
3. RESULTS AND DISCUSSIONS
3.1 Wheel Tracking Results
The results of wheel tracking in Figure 6 showsthatwhen
the tracking test was conducted at 60oC. The rut depths
values ranges between 1.5mm to 2.0mm, the highest rut
depth value of 2mm was observed at the control warm
asphalt mixture (0% CRM), the rutreducesby5%when5%
CRM was used. And with further addition of CRM to 10%
and 15%, the rut depth decreases by 25% and 20%
respectively. Although, the lowest rutting at this test
temperature occurs when 10% CRM is used among the
mixtures considered in this study, but from this chart, the
trend shows decrease in rut depth with increasing CRM
content in the mixture, with coefficient of determination
(R2) of 75%, this findings was in agreement with the
previous studies that, CRM modified asphalt mixtures have
improved rutting performance [20,25,26],thereduction in
rut depths with increasing CRM content in the asphalt
mixture might be due it’s reduced thermal sensitivity, thus
improving the mixture rut resistance [14].
Figure -5: Wheel Tracker (BS DD 184: 1990)
Figure -6: Effect of CRM on rutting depth in WMA at 60oC
Similarly, Figure 7 compares the effect of CRM on rutting
depth of the warm asphalt mixtures tested at 45oC;thetrend
shows an apparent progressive decrease in rutting depth of
the warm asphalt mixture with increasing CRM content, the
determination coefficient between rut depth and CRM
content is about 95% (R2 = 0.9542). The higher the CRM
used up to 15% the lower the rut depth [14, 20, 25, 26]. The
rut depth decreased by 5% with 5% CRM, and further
reduces by 29% with 10% CRM addition, the highest
reduction in rut depth up to 41% was realized when 15%
CRM was used.

Figure -7: Effect of CRM on rutting depth in WMA at 45oC
Figure 8, compares the wheel tracking test results atthetwo
testing temperatures (45oC and 60oC) on the effect of CRM
on rutting depth of warm mix asphalt mixtures. The result
shows that the rutting depths are higher at60oCona general
note compared the result at 45oC for the corresponding
mixture irrespective of the mixture composition [6, 17] this
indicates that rutting depth of warm asphalt mixtures
increases with increase in test temperature. Although, the
resistance of an asphalt mixture is closelytiedtothestability
of aggregate skeleton, however, the plastic strain of the
aggregate skeleton is greatly influenced by the binder [27].
This is because According to Thom [27] at low temperature
the asphalt binder takes much of the stress away from the
aggregate particle contacts, while as the temperature
increases, the binder softens. As a result, the stress carried
across the aggregate particle contact increases, leading to
increased danger of inter-aggregate particle slip. The
asphalt binder being viscoelastic in nature mayrecoverover
time [9] but the aggregate skeleton will be permanently
deformed [27].
Figure -8: Comparing the Effect of CRM on rutting depth in
WMA at 45oC and 60oC
To assess the significance of the Crumb Rubber Modifier
(CRM) and test temperate (Test Temp) as the influence
variables, on the rutting depth of the warm asphalt mixture
incorporating Sasobit ANOVA was performed basedon95%
confidence level, the result of this analysis is shown in
Table 5. The ANOVA result signifies that CRM and test
temperature have significant influence on rutting depth of
the warm mix asphalt mixtures considered, this is because
the p-values are less than the assumed 0.05.
Table -5: ANOVA result on effect of CRM and test
temperature on rut depth
Source P-value DF SS MS F Regression
Intercept 0.138254 2 0.7015 0.35075 22.7022 R2 = 0.90080
Temp(°C) 0.007965 5 0.07725 0.01545 - Adjusted
R2 = 0.86112CRM (%) 0.003423 7 0.77875 - -
4. CONCLUSION AND RECOMMENDATION
4.1 Conclusions
Based on the outcome of this study, the following
conclusions were made:
WMA modified with CRM shows lower rutting depths
compared to those without CRM. Also, the rutting resistance
of the CRM modified WMA mixtures decrease with
increasing test temperature, but increase with increasing
CRM content.
From the ANOVA analysis result of rutting test,CRMandtest
temperature at which the tracking test was conducted, have
a significant effect on rutting depths of the mixtures, both
having p-values less than the assumed 0.05 at 95%
confidence level.
4.2 Recommendations
i. It is recommended that a study has to be carried out to
evaluate the fatigue behavior of theCRMmodifiedwarm mix
asphalt mixtures.
ii. There is also a need to assess the moisture sensitivity of
the CRM modified warm asphalt mixtures, especially under
low compaction temperature, to ruleoutstripping tendency.
iii. It is also recommended to conduct a similartypeofstudy
utilizing different CRM sources and sizes to facilitate
generalization of findings of this study.
REFERENCES
[1] Abdullah, M. E., Zamhari, A. K., Buhari, R., Abu Bakar, S.
K., Kamaruddin, M., Hidayah, N., & Yusoff, M. (2014).
Warm mix asphalt technology: A Review. Jurnal
Teknologi, 71(3), 39-52.
[2] Guo, N., You, Z., Zhao, Y., Tan, Y., & Diab, A. (2014).
Laboratory performance of warm mix asphalt
containing recycled asphalt mixtures. Construction and
Building Materials, 64, 141–149.
doi:10.1016/j.conbuildmat.2014.04.002
[3] Agrawal P. (2014). Effect of Crumb Rubber and Warm
Mix Additives on Asphalt Aging, Rheology, and Failure
Properties. Queen’s University, Kingston Canada. M.Sc.
Thesis.

[4] Hurley, G. C., & Prowell, B. D. (2006). Evaluation of
Potential Processes for Use in Warm Mix Asphalt.
Association of Asphalt Paving Technologists, 75, 41–90.
[5] Arega, Z., & Bhasin, A., (2012). Interim Report: Binder
Rheology and Performance in Warm Mix Asphalt, 7, 94.
Retrieved from
http://trid.trb.org/view.aspx?id=1213993
[6] Aman, M. Y., Suhadi, Z., Radhwa, S., & Zawami, Z. I.
(2014). Evaluation of Rutting In WarmAsphaltMixtures
Incorporating Anti-Stripping Agents. Australian Journal
of Basic and Applied Sciences, 8(July), 438–446.
[7] Wang, H., Zhang, Q., and Tan, J. (2009). "Investigation of
Layer Contributions to Asphalt Pavement Rutting." J.
Mater. Civ. Eng., doi:10.1061/(ASCE)0899-
1561(2009)21:4(181), 181-185.
[8] Willway, T., Baldachin, L., Reeves, S., & Harding, M.
(2008). The effects of climate change on highway
pavements and how to minimize them : Technical
Report, 111. ISBN 978–1–84608–734–9.
[9] Brown, E. R., Kandhal, P. S., Roberts, F. L., Kim, Y. R., Lee,
D. Y., & Kennedy, T. W. (2009). Hotmixasphaltmaterials,
mixture design and construction (Third). Maryland:
NAPA Research and Education Foundation, Lanham.
[10] Li, S., Huang, Y., & Liu, Z. (2016). Experimental
evaluation of asphalt material for interlayer in rigid–
flexible composite pavement. Construction and Building
Materials, 102, 699–705.
[11] Bidaki S. M, Haj Abbasi M. A, Khoshgoftarmanesh A. M.
(2012). The effect of adding worn rubber particles on
the chemical characteristics of a calcareous soil. J Agric
Sci Technol Nat Resour Soil Water Sci; 59.
[12] Liu, H., Luo, G., Wang, X., & Jiao, Y. (2015). Effects of
preparation process on the performance of rubber
modified asphalt. IOP Conference Series: Materials
Science and Engineering,87, 012008.doi:10.1088/1757-
899X/87/1/012008
[13] Sulyman, M., Sienkiewicz, M., & Haponiuk, J. (2014).
Asphalt Pavement Material Improvement: A Review.
Ijesd.Org, 5(5). doi:10.7763/IJESD.2014.V5.525
[14] Shafabakhsh, G. H., Sadeghnejad, M., & Sajed, Y. (2014).
Case study of rutting performance of {HMA} modified
with waste rubber powder. Case Studies in Construction
Materials, 1(0), 69–76.
doi:http://dx.doi.org/10.1016/j.cscm.2014.04.005
[15] Lee, S. J., Akisetty, C. K., & Amirkhanian, S. N. (2008).The
effect of crumb rubber modifier (CRM) on the
performance properties of rubberized binders in HMA
pavements. Construction and Building Materials, 22(7),
1368–1376. doi:10.1016/j.conbuildmat.2007.04.010
[16] Mashaan, N. S., Ali, A. H., Koting, S., & Karim, M. R.
(2013). Performance evaluation of crumb rubber
modified stone mastic asphalt pavement in Malaysia.
Advances in Materials Science and Engineering, 2013.
doi:10.1155/2013/304676
[17] Akisetty, C. K. K. (2008). Evaluation of Warm Asphalt
Additives on Performance Properties of CRM Binders
and Mixtures. Clemson University. PhD Thesis.
[18] Hurley, G. C., & Prowell, B. D. (2005).NCATReport05-06
- Evaluation of Sasobit for Use in Warm Mix Asphalt,
(June), 32.
[19] Public Works Department, PWD (2008). Standard
Specification For Road Works (Section 4: Flexible
Pavement), Ministry of Works Malaysia, Kuala Lumpur,
Malaysia.
[20] Xiao, F., Amirkhanian, S., & Juang, C. H. (2007). Rutting
Resistance of Rubberized Asphalt Concrete Pavements
Containing Reclaimed Asphalt Pavement Mixtures.
Journal of Materials in Civil Engineering,19(6),475–483.
doi:10.1061/(ASCE)0899-1561(2007)19:6(475).
[21] Goh, S. (2012).Developmentandimprovementof warm-
mix asphalt technology, 194. Retrieved from
http://digitalcommons.mtu.edu/etds/239/
[22] Liang, M., Xin, X., Fan, W., Luo, H., Wang, X., & Xing, B.
(2015). Investigation of the rheological properties and
storage stability of CR / SBS modified asphalt.
Construction and Building Materials, 74, 235–240.
[23] Asphalt Institute (2003). Superpave Mix Design.
Superpave Series No. 2 (SP-02). Asphalt Institute.
Lexington, KY.
[24] British Standard 598 (1998).Samplingand examination
of bituminous mixtures for roads and other paved areas
Part 110 : Methods of test for the determination of
wheel-tracking rate and depth.
[25] Sienkiewicz, M., Kucinska-Lipka, J., Janik, H., & Balas, A.
(2012). Progress in used tyres management in the
European Union: A review. Waste Management, 32(10),
1742–1751. doi:10.1016/j.wasman.2012.05.010
[26] Rokade S. (2012.) Use of plastic and waste rubber tires
in flexible highway pavements in Proc. International
Conference on Future Environment and Energy, vol. 28,
IACSIT Press, Singapoore.
[27] Thom, N., (2008). Principles of Pavement Engineering.
Thomas Telford Ltd, London.
[28] AASHTO (2004). ‘Standard Specifications for
Transportation Materials and Methods of Sampling and
Testing’ Part 2A, 24th Edition. Washington, D.C.
[29] AASHTO (2004). ‘Standard Specifications for
Transportation Materials and Methods of Sampling and
Testing’ Part 2B, 24th Edition. Washington, D.C.

Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix Asphalt Incorporating Warm Asphalt Additive

Recommended

Recommended

More Related Content

What's hot

What's hot (20)

Similar to Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix Asphalt Incorporating Warm Asphalt Additive

Similar to Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix Asphalt Incorporating Warm Asphalt Additive (20)

More from IRJET Journal

More from IRJET Journal (20)

Recently uploaded

Recently uploaded (20)

Rutting Assessment of Crumb Rubber Modifier Modified Warm Mix Asphalt Incorporating Warm Asphalt Additive